Modellation of TMD for a cable-stayed bridge (in SAP2000)
Modellation of TMD for a cable-stayed bridge (in SAP2000)
(OP)
In order to avoid the excessive vibration in a steel cable-stayed bridge due to pedestrian load in resonance I tryed to put a tuned mass damper in the middle of the deck. I found problem modelling it.
I've drawn a point in the middle of the deck with a certain mass assigned, linked to the deck with a Nlink element-Damper giving stiffness properties in the only axial direction and fixing all the others directions. I tryed with both the linear and non linear properties of the link.
I used a Linear analysis with direct integration starting from the stiffness obtained from a previous non linear case(to take into account the cable non linearity) but the TMD doesn't work: there's no damping given by TMD. It works only starting from stiffness zero conditions. I can't understand why. Is there anybody can explain me how to do?
Thank you.
I've drawn a point in the middle of the deck with a certain mass assigned, linked to the deck with a Nlink element-Damper giving stiffness properties in the only axial direction and fixing all the others directions. I tryed with both the linear and non linear properties of the link.
I used a Linear analysis with direct integration starting from the stiffness obtained from a previous non linear case(to take into account the cable non linearity) but the TMD doesn't work: there's no damping given by TMD. It works only starting from stiffness zero conditions. I can't understand why. Is there anybody can explain me how to do?
Thank you.





RE: Modellation of TMD for a cable-stayed bridge (in SAP2000)
Afterwards it should be checked if there is any kind of displacment of the joint and the link element.
Perhaps you could place the sdb-file here, this would simplify the procedure to help you.
good luck,
best regards,
Daniel